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Connection Calcs Report

Company: - Josh Qnect -
Job Title: - Qnect Demo 2000 Tons -
B+Op Status: B+Op was disabled for some sessions of this job
Building Code: AISC-14
Design Type: LRFD
Engineering Units: Imperial
Bolt Catalog: ASTM Imperial
Profile Catalog: ASTM Imperial
Plate Material Grade Catalog: ASTM Imperial
Plate Thickness Catalog: Imperial
Detailing Distances Dimensions: Imperial
Materials: 
Weld E70
Shear Plate A572-GR.50
Angle A36
Bm Web Doubler Plate A572-GR.50
Stabilizer Plate A572-GR.50
End Plate A572-GR.50
Col Moment Plate A572-GR.50
Col Stiffener Plate A572-GR.50
Col Web Doubler Plate A572-GR.50

Summary Reports: Job Standard Summary  |  Job Sample Calcs Report    |  B+Op Connection Comparison Report  |  Standard Connection Cost Report
Job Preferences Report  |  No Connections Summary  |  No Connections Detailed    |  No Connections Reference Map
 
Shear and Axial Reports:Shear Plate: Specs  Strengths (Shear Only Connections)  Welds  Doublers  Connection Cost Report
    Strengths (Shear & Axial Connections)      
 Single Angle:  Specs  Strengths (Shear & Axial)  Welds  Doublers  Connection Cost Report
 Double Angle Reports:  Support Side Specs  Strengths (Shear & Axial)  Welds  Doublers  Connection Cost Report
    Beam Side Specs        
 End Plate Reports:  Specs  Strengths (Shear & Axial)  Welds  Connection Cost Report
 
Moment Reports: Specs  Support Strengths  Beam Flange Welds  Connection Cost Report
 Moment Plates:  Specs  Strengths  Welds  
 Column Stiffeners:  Specs  Strengths  Welds  
 Column Web Doublers:  Specs  Strengths  Welds  
 Shear Plate:  Specs  Strengths  Welds  
 Double Angle:  Support Side Specs  Strengths  Welds  
   Beam Side Specs      
 

Connection Number:
bb.s.s.00835.00835
 
Main Calcs:
SHEAR PLATE CONNECTION SUMMARY

Filler Beam profile: W18X40
Support Girder profile: W21X101
Slope: 0 deg.
Skew: 90
Vertical Offset: 0
Horizontal Offset: 0
Span: 20 ft.
Reaction, V: 26 kips
Shear Capacity, Rn: 28.5 kips
Design/Reference according to AISC 14th Ed. - ASD
Shear Plate: Conventional Configuration
Beam material grade: A992
Support material grade: A992
Plate material grade: A572-GR.50
Weld grade: E70
Shear Plate Size: 4.750 in. x 8.500 in. x 0.500 in.
Configuration Geometry:
Welds at shear plate to support: 5/16 FILLET, 5/16 FILLET
Bolt: 2 rows x 1 column 0.875 in. Diameter A325N_TC bolts
Vertical spacing: 6 in.
Horizontal spacing: 3 in.
Shear plate edge setback = 1 in.
Beam centerline setback = 1 in.
Edge distance at vertical edge of plate: 1.75 in.
Edge distance at top edge of plate: 1.25 in.
Edge distance at bottom edge of plate: 1.25 in.
Edge distance at vertical edge of beam: 2 in.
Edge distance at top edge of beam: 2 in.
Top cope depth: 1.5 in.
Top cope length: 5.5 in.
Horizontal distance to first hole: 3 in.
Down distance from top of filler beam flange: 3.5 in.
Holes in beam web: STD diameter = 0.938 in.
Holes in shear plate: SSL diameter = 0.938 in., slot width = 1.12 in.
Bolt Strength Calcs:
BOLT SHEAR CAPACITY AT BEAM AND SHEAR PLATE SIDE:
Bolt Shear Capacity at Shear Load Only:
Using Instantaneous Center Of Rotation Method (AISC 7-1)
ex = 1.500 in.
Angle = 0.000 deg.
C = 1.756
Using Table 7-1 to determine (1/omega)rn:
(1/omega)Rn = (1/omega)rn * C = 16.24 * 1.76 = 28.50 kips


Total Vertical Bolt Shear Capacity = 28.50 kips
28.50 kips >= 26.00 kips (OK)
Bolt Bearing Calcs:
BOLT BEARING AT BEAM AND SHEAR PLATE SIDE
Vertical Shear Only Load Case:
ICR cordinate relative to CG = (6.00, -0.00)
At Row 1, At Column 1:
Ribolt = 15.94 kips
Ri vector at Beam   = <7.13, 14.25>
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 1.77 in.
(1/omega)Rnsbm at Beam spacing = (1/omega) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.32/1) * 65.00 = na
(1/omega)Rnebm at Beam edge = (1/omega) * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 1.77 * (0.32/1) * 65.00 = 21.71 kips/bolt
(1/omega)Rndbm on Beam at Bolt Diameter   = (1/omega) * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.32/1) * 65.00 = 21.50 kips/bolt
Beam bearing capacity, (1/omega)Rnbm = min((1/omega)Rnsbm,(1/omega)Rnebm,(1/omega)Rndbm) = min(na, 21.71, 21.50) = 21.50 kips/bolt
Ri vector at Shear Plate   = <-7.13, -14.25>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 6.18 in.
(1/omega)Rnsshpl at Shear Plate spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 65.00 = na
(1/omega)Rneshpl at Shear Plate edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 6.18 * 0.50 * 65.00 = 120.55 kips/bolt
(1/omega)Rndshpl on Shear Plate at Bolt Diameter   = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.50 * 65.00 = 34.12 kips/bolt
Shear Plate bearing capacity, (1/omega)Rnshpl = min((1/omega)Rnsshpl,(1/omega)Rneshpl,(1/omega)Rndshpl) = min(na, 120.55, 34.12) = 34.12 kips/bolt
(1/omega)Rn = min((1/omega)Rnbm, (1/omega)Rnshpl) = min(21.499, 34.125) = 21.50 kips/bolt
Bolt Shear Demand to Bearing ratio = 21.50 / 15.94 = 1.35

At Row 2, At Column 1:
Ribolt = 15.94 kips
Ri vector at Beam   = <-7.13, 14.25>
Lcsbm at Beam spacing  = na
Lcebm at Beam edge    = 4.00 in.
(1/omega)Rnsbm at Beam spacing = (1/omega) * hf1 * Lcs * (tw/# shear planes) * Fu = 0.50 * 1.20 * na * (0.32/1) * 65.00 = na
(1/omega)Rnebm at Beam edge = (1/omega) * hf1 * Lce * (tw/# shear planes) * Fu = 0.50 * 1.20 * 4.00 * (0.32/1) * 65.00 = 49.17 kips/bolt
(1/omega)Rndbm on Beam at Bolt Diameter   = (1/omega) * hf2 * db * (tw/# shear planes) * Fu = 0.50 * 2.40 * 0.88 * (0.32/1) * 65.00 = 21.50 kips/bolt
Beam bearing capacity, (1/omega)Rnbm = min((1/omega)Rnsbm,(1/omega)Rnebm,(1/omega)Rndbm) = min(na, 49.17, 21.50) = 21.50 kips/bolt
Ri vector at Shear Plate   = <7.13, -14.25>
Lcsshpl at Shear Plate spacing  = na
Lceshpl at Shear Plate edge    = 0.87 in.
(1/omega)Rnsshpl at Shear Plate spacing = (1/omega) * hf1 * Lcs * t * Fu = 0.50 * 1.20 * na * 0.50 * 65.00 = na
(1/omega)Rneshpl at Shear Plate edge = (1/omega) * hf1 * Lce * t * Fu = 0.50 * 1.20 * 0.87 * 0.50 * 65.00 = 17.03 kips/bolt
(1/omega)Rndshpl on Shear Plate at Bolt Diameter   = (1/omega) * hf2 * db * t * Fu = 0.50 * 2.40 * 0.88 * 0.50 * 65.00 = 34.12 kips/bolt
Shear Plate bearing capacity, (1/omega)Rnshpl = min((1/omega)Rnsshpl,(1/omega)Rneshpl,(1/omega)Rndshpl) = min(na, 17.03, 34.12) = 17.03 kips/bolt
(1/omega)Rn = min((1/omega)Rnbm, (1/omega)Rnshpl) = min(21.499, 17.034) = 17.03 kips/bolt
Bolt Shear Demand to Bearing ratio = 17.03 / 15.94 = 1.07

Min Bolt Shear Demand to Bearing ratio Beam and Shear Plate for vertical shear only
 = min(1.00, 1.35, 1.07) = 1.00

BEARING AT BEAM AND SHEAR PLATE SIDE SUMMARY:
Bearing Capacity at Vertical Shear Load Only, Rbv = Min Bolt Shear Demand to Bearing Ratio * Bolt Shear = 1.00 * 28.50 = 28.50 kips
Rbv = 28.50 kips >= V = 26.00 kips (OK)
Beam Strength Calcs:
Web Depth = d - [Top Cope Depth] - [Bottom Cope Depth] = 17.9 - 1.5 - 0 = 16.4 in.
Gross Area (Shear) = [Web Depth] * tw = 16.40 * 0.32 = 5.17 in^2
Net Shear Area (Shear) = ([Web Depth] - ([# rows] * [Diameter + 0.0625])) * tw 
    = (16.40 - (2 * 1.00)) * 0.32 = 4.54 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fybeam * [Gross Area] = 0.67 * 0.6 * 50.00 * 5.17 = 103.32 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fubeam * [Net Area] = 0.50 * 0.6 * 65.00 * 4.54 = 88.45 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block Shear (1)
Gross Shear Length = [edge dist. at beam edge] + ([# rows - 1] * [spacing]) = 2 + 6 = 8.00 in.
Net Shear Length = Gross Shear Length - (# rows - 0.5) * (hole size + 0.0625) = 8 - (2 - 0.5) * 1 = 6.50 in.
Gross Tension Length = [edge dist. at beam edge] + ([# cols - 1] * [spacing]) = 2 + (1 - 1) * 3 = 2.00 in.
Net Tension Length = Gross Tension Length - (# cols - 0.5) * (hole size + 0.0625) = 2 - (1 - 0.5) * 1 = 1.50 in.
1. (1/omega) * [material thickness] * ((0.60 * Fubeam* [net shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.32 * ((0.60 * 65.00 * 6.50) + (1.00 * 65.00 * 1.50)) = 55.28 kips
2. (1/omega) * [material thickness] * ((0.60 * Fybeam * [gross shear length]) + (Ubs * Fubeam * [net tension length])) 
    = 0.50 * 0.32 * ((0.60 * 50.00 * 8.00) + (1.00 * 65.00 * 1.50)) = 53.16 kips
Block Shear = 53.16 kips

Block Shear (1) Total = Block Shear (1) = 53.16 kips


Buckling and Flexure at Longest Cope (Top Cope Only at Section)
Eccentricity at Section, e = 6.75 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use Eq. 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy

Using Eq. 9-7 through 9-11
tw = 0.32 in.
h1 = 11.11 in.
c = 5.50 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k  = 2.20 * (11.11 / 5.50)^1.65 = 7.02
When c/d<=1.0, f=2c/d
f = 2 * (5.50 / 17.90) = 0.61
Fy = 50.00 ksi
Fcr = (1/omega) * 26210.00 * f * k * (tw/h1)^2 = 0.60 * 26210.00 * 0.61 * 7.02 * (0.32 / 11.11)^2 = 54.52 ksi
Fcrmin =1/omega * min(Fcr, Fy) = 30.00 ksi
Snet1 (bolt holes not applicable) = 21.17 in^3
Snet2 (bolt holes applicable) = 21.17 in^3
Znet = 37.83 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 21.17 / 6.75 = 94.11 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 21.17 / 6.75 = 94.11 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 37.83 / 6.75 = 182.17 kips


Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
Eccentricity at Section, e = 3.25 in.
If coped at top/bottom flange only and c <= 2d and dc <= d/2, use Eq. 9-7, Fcr = 26210.00 * f * k * (tw/h1)^2 <= Fy

Using Eq. 9-7 through 9-11
tw = 0.32 in.
h1 = 11.62 in.
c = 5.50 in.
When c/h1<=1.0, k=2.2(h1/c)^1.65
k  = 2.20 * (11.62 / 5.50)^1.65 = 7.56
When c/d<=1.0, f=2c/d
f = 2 * (5.50 / 17.90) = 0.61
Fy = 50.00 ksi
Fcr = (1/omega) * 26210.00 * f * k * (tw/h1)^2 = 0.60 * 26210.00 * 0.61 * 7.56 * (0.32 / 11.62)^2 = 53.67 ksi
Fcrmin =1/omega * min(Fcr, Fy) = 30.00 ksi
Snet1 (bolt holes not applicable) = 21.17 in^3
Snet2 (bolt holes applicable) = 17.56 in^3
Znet = 32.51 in^3

Using Eq. 9-6
Buckling = Fcr * Snet1 / e = 30.00 * 21.17 / 3.25 = 195.45 kips

Using Eq. 9-19
Flexural Yielding = (1/omega) * Fy * Snet1 / e = 0.60 * 50.00 * 21.17 / 3.25 = 195.45 kips

Using Eq. 9-4
Flexural Rupture = (1/omega) * Fu * Znet / e = 0.50 * 65.00 * 32.51 / 3.25 = 325.09 kips


Section Bending Strength Calculations Summary:

   Coped Beam Buckling and Flexure at Longest Cope (Top Cope Only at Section)
   Buckling : 94.11 >= 26.00 kips (OK)
   Flexural Yielding : 94.11 >= 26.00 kips (OK)
   Flexural Rupture : 182.17 >= 26.00 kips (OK)

   Coped Beam Buckling and Flexure at Furthest Bolt Line within Cope (Top Cope Only at Section)
   Buckling : 195.45 >= 26.00 kips (OK)
   Flexural Yielding : 195.45 >= 26.00 kips (OK)
   Flexural Rupture : 325.09 >= 26.00 kips (OK)
Shear Plate Calcs:
Gross Area = 0.50 * 8.50 = 4.25 in^2
Net Area = (8.50 - (2 *(0.94 + 1/16))) * 0.50 = 3.25 in^2

Using Eq.J4-3:
Shear Yielding = (1/omega) * 0.6 * Fypl * [Gross Area] = 0.67 * 0.6 * 50.00 * 4.25 = 85.00 kips

Using Eq.J4-4:
Shear Rupture = (1/omega) * 0.6 * Fupl * [Net Area] = 0.50 * 0.6 * 65.00 * 3.25 = 63.38 kips


Block Shear

Using Eq.J4-5:
Block Shear = {(1/omega) * ((0.6 * Fu * Anv) + (Ubs * Fu * Ant))} <= {(1/omega) * ((0.6 * Fy * Agv) + (Ubs * Fu * Ant))}
Block 1 (Shear): 
Gross Shear Length = (8.5 - 1.25) = 7.25 in.
Net Shear Length = 7.25 - (1.5 * (0.938 + 0.0625)) = 5.75 in.
Gross Tension Length = (0 + 1.75) = 1.75 in.
Net Tension Length = 1.75 - (0.5 * (1.12 + 0.0625)) = 1.16 in.
1. (1/omega) * [material thickness] * ((0.60 * Fupl* [net shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.50 * ((0.60 * 65.00 * 5.75) + (1.00 * 65.00 * 1.16)) = 74.85 kips
2. (1/omega) * [material thickness] * ((0.60 * Fypl * [gross shear length]) + (Ubs * Fupl * [net tension length])) 
    = 0.50 * 0.50 * ((0.60 * 50.00 * 7.25) + (1.00 * 65.00 * 1.16)) = 73.16 kips
Block Shear = 73.16 kips

73.16 kips >= Vbm = 26.00 kips (OK)


Interaction Check of Flexural Yielding, Per AISC 10-5: 
Eccentricity due to Conventional Config. (e = a/2), e = 1.50 in.
Zgross = 9.03
Znet = 6.03
Mr = Vr * e = 26.00 * 1.50 = 39.00 kips-in
Mc = 1/omega * Mn = 1/omega * Fy * Zgross = 0.60 * 50.00 * 9.03 = 270.94 kips-in
Vr = 26.00 kips
Vc = 1/omega * Vn = 1/omega * 0.60 * Fy * Ag = 0.67 * 0.60 * 50.00 * 4.25 = 85.00 kips
Interaction due to moment and shear, (Vr/Vc)^2 + (Mr/Mc)^2 <= 1.0
(Vr/Vc)^2 + (Mr/Mc)^2 = (26.00 / 85.00)^2 + (39.00 / 270.94)^2 = 0.11 <= 1  (OK)

Note: Mn <= 1.6My by inspection

MAXIMUM PLATE THICKNESS:
No of columns = 1
Distance cl top to cl bot bolts <= 12" (Equivalent depth of n = 1 to 5 at 3", AISC Table 10-9)
Slot shape = SSL
tmax = Unlimited
Maximum Plate Thickness is Not a Limiting Criteria.
Weld Calcs:
WELD:

 Weld Requirements:

At shear only case: 
Weld Length for shear, Lv = 8.500 in.
Shear Load per inch per weld, fv = R/Lv/2 = 26.000 / 8.500 / 2 = 1.529 kips/in/ weld 
theta = 0 deg.
cPhi  = 1.0 + 0.5 * sin(0)^1.5 = 1.000
Weld Coefficient = 0.6 * 70.000 * 1.000 * 1.000 * (2^0.5/2)*(1/16) = 1.856
Required weld size, Dv = fv/ (1/omega * coeff) = 1.529 / (0.500 * 1.856) = 1.648/16

Minimum fillet weld size : 
   At shear only load case = 0.10 in.
   per Table J2.4     = 0.19 in.
   5/8tp              = 0.31 in.
   user preference    = 0.25 in.

Dmax1 (using eqn 9-3)
 = tshpl * Fushpl / ( Fexx * C1 * 0.088)
 = 0.500 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 5.253 
Dmax2 (using eqn 9-3)
 = twsupport * Fusupport / ( Fexx * C1 * 0.088 )
 = 0.500 * 65.000 / ( 70.000 * 1.000 * 0.088 ) 
 = 5.253 
Dmax3 = project max fillet weld = 12.000
Dmax=min(Dmax1, Dmax2, Dmax3) = min(5.253, 5.253, 12.000)
 = 5.253 

Use weld size
D1 = 5.00
D2 = 5.00

Weld Strength :

Vertical weld capacity during shear only load, 1/omega * Rnv1 = 0.50 * 1.86 * 8.50 * (5.00 + 5.00) = 78.89 kips

78.89 kips >= Vbm = 26.00 kips (OK)